CN115262657B - Plugging method for water burst channel after foundation pit recharging - Google Patents
Plugging method for water burst channel after foundation pit recharging Download PDFInfo
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- CN115262657B CN115262657B CN202210960185.5A CN202210960185A CN115262657B CN 115262657 B CN115262657 B CN 115262657B CN 202210960185 A CN202210960185 A CN 202210960185A CN 115262657 B CN115262657 B CN 115262657B
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 184
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 85
- 239000010959 steel Substances 0.000 claims abstract description 85
- 239000002002 slurry Substances 0.000 claims abstract description 59
- 239000004576 sand Substances 0.000 claims abstract description 51
- 239000007788 liquid Substances 0.000 claims abstract description 42
- 239000002689 soil Substances 0.000 claims abstract description 14
- 238000005086 pumping Methods 0.000 claims abstract description 11
- 238000005553 drilling Methods 0.000 claims abstract description 10
- 230000000149 penetrating effect Effects 0.000 claims abstract description 5
- 235000019353 potassium silicate Nutrition 0.000 claims description 24
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 24
- 239000004568 cement Substances 0.000 claims description 19
- 239000000243 solution Substances 0.000 claims description 13
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- 230000009471 action Effects 0.000 claims description 6
- 230000005484 gravity Effects 0.000 claims description 6
- 238000004891 communication Methods 0.000 claims description 4
- FGUUSXIOTUKUDN-IBGZPJMESA-N C1(=CC=CC=C1)N1C2=C(NC([C@H](C1)NC=1OC(=NN=1)C1=CC=CC=C1)=O)C=CC=C2 Chemical compound C1(=CC=CC=C1)N1C2=C(NC([C@H](C1)NC=1OC(=NN=1)C1=CC=CC=C1)=O)C=CC=C2 FGUUSXIOTUKUDN-IBGZPJMESA-N 0.000 claims description 3
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- 239000010410 layer Substances 0.000 description 10
- GNFTZDOKVXKIBK-UHFFFAOYSA-N 3-(2-methoxyethoxy)benzohydrazide Chemical compound COCCOC1=CC=CC(C(=O)NN)=C1 GNFTZDOKVXKIBK-UHFFFAOYSA-N 0.000 description 7
- 230000009977 dual effect Effects 0.000 description 6
- 230000008569 process Effects 0.000 description 6
- 239000000463 material Substances 0.000 description 5
- 230000001681 protective effect Effects 0.000 description 5
- 238000011010 flushing procedure Methods 0.000 description 4
- 230000000903 blocking effect Effects 0.000 description 3
- 238000003825 pressing Methods 0.000 description 3
- 239000000758 substrate Substances 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000002156 mixing Methods 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
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- 238000006424 Flood reaction Methods 0.000 description 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
-
- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03B—INSTALLATIONS OR METHODS FOR OBTAINING, COLLECTING, OR DISTRIBUTING WATER
- E03B3/00—Methods or installations for obtaining or collecting drinking water or tap water
- E03B3/32—Methods or installations for obtaining or collecting drinking water or tap water with artificial enrichment, e.g. by adding water from a pond or a river
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A20/00—Water conservation; Efficient water supply; Efficient water use
- Y02A20/40—Protecting water resources
- Y02A20/406—Aquifer recharge
Abstract
The utility model relates to a plugging method of a water burst channel after foundation pit recharging, when water burst sand burst occurs on the base of a foundation pit and drainage and back pressure are invalid, an external water source is extracted to recharge the foundation pit; a steel pile casing is put down at the position of water and sand gushing of the foundation pit; forming a double-slurry back cover on the soil body at the bottom of the steel casing; pumping out the clear water in the steel casing; drilling a grouting hole in the steel casing, and carrying out back pressure on the orifice of the grouting hole by using a sand bag; penetrating the sand bag by adopting a grouting pipe, and extending the grouting pipe into the grouting hole; injecting double-liquid slurry into the grouting holes through the grouting pipe; and after observing and confirming that the water and sand are completely plugged, pumping out the reinjection water in the foundation pit. The beneficial effects of the utility model are as follows: when the foundation pit is suddenly flushed, the foundation pit is refilled by an external water source, the safety of the foundation pit and the surrounding environment can be effectively guaranteed, a steel pile casing is adopted to provide a safe operation environment for plugging construction, a sand bag is adopted to back-pressure grouting holes, a double-layer sleeve with a movable conical head is adopted to penetrate the sand bag, the double-layer sleeve is filled with double-liquid slurry to plug a suddenly flushed water channel, the soil body at the bottom of the pit is reinforced, the foundation pit is effectively controlled to be suddenly flushed, the plugging operation is easy to construct, and the plugging effect is good.
Description
Technical Field
The utility model relates to a treatment method for a foundation pit surge recharging process of a pressurized water stratum, in particular to a plugging method for a water surge channel after the foundation pit recharging process.
Background
The foundation pit water burst of the high-pressure-bearing water soft soil stratum is dangerous, and the safety of the foundation pit, the surrounding environment and personnel is related. When the substrate starts to leak out of the clear water trickle, the water is generally guided by an inserted water pipe. When the water and sand gushing phenomenon occurs, concrete and earthwork are usually transported immediately, and back pressure is carried out at the water and sand gushing position. The utility model provides a foundation pit surge emergency treatment method for a high-pressure-bearing water stratum (patent number CN 105780793B), which provides an emergency treatment measure before the foundation pit surge is not recharged, a steel protection barrel is erected to cover a surge point for pressure relief, and WSS grouting is carried out on stratum around the protection barrel after the water level is static. The utility model patent 'a device for treating sudden surges at the bottom of a foundation pit of a water-bearing stratum' (patent number CN 214738180U) provides a movable portal with a pressing plate, and the pressing plate is driven to move up and down by a motor to press and stop water on the stratum at the water-bearing position. The utility model patent of a concrete bottom plate pouring method for sudden water surge pressure reduction and water control of deep foundation pit (patent number CN 108571020B) describes that the sudden water surge risk of a concrete bottom plate pouring area is reduced by arranging a pressure reducing pipe well, and the problem of sudden water surge of the deep foundation pit is solved in a short period. The utility model provides a processing device for side wall surging of a deep foundation pit relief well (patent number CN 211172033U), which comprises a shunt hole, a filter element and a drainage well, and belongs to a pre-prevention device. The utility model patent 'a rapid processing device for foundation pit surges of a porous soil layer' (patent number CN 208857817U) provides a structure comprising a lower pipe joint capable of being inserted into a porous soil body, an upper pipe joint with a water drainage valve and a pressing plate fixed around the lower pipe joint. The utility model provides a foundation pit sudden-surge emergency treatment method and structure (patent number CN 108018859B), and provides a control method for covering a water-surge position by adopting a steel pipe when water is gushed in a foundation pit, and connecting the steel pipe with a supporting beam in a stretching way, and finally, pouring concrete in a repairing way.
The device and the method are suitable for the water gushing before or at the early stage of the water gushing of the foundation pit, and the core is water gushing diversion, back pressure, water head pressure release and grouting reinforcement of the foundation pit. Some of the above methods and devices use steel casings or steel pipes to cover water gushing positions, release water head pressure, and grouting and reinforcing stratum at the bottom of the casings under the condition that the outside of the steel casings is free of water and the inside of the casings is filled with water. However, the method and the device do not relate to the processes of back cover in the pile casing, water pumping, hole guiding, sand bag puncturing, push type grouting and the like, and can not solve the plugging treatment of a water burst channel after the pit recharging when the drainage and the back pressure of the foundation pit are invalid.
Disclosure of Invention
The utility model aims to provide a method for plugging a water burst channel after foundation pit recharging, and provides a method and a plugging structure scheme for the water burst recharging of a high-pressure-bearing water foundation pit, which are safe, reliable, good in practicability and easy to operate, ensure the safety of the foundation pit when the burst occurs, and realize effective plugging of leakage after the foundation pit burst recharging.
In order to achieve the above object, the technical scheme of the present utility model is as follows: a plugging method of a water burst channel after recharging of a foundation pit comprises the following steps:
a. when water and sand burst occurs on the base of the foundation pit and drainage and back pressure are invalid, an external water source is extracted to recharge the foundation pit;
b. a steel pile casing is put down at the position of water and sand gushing of the foundation pit;
c. injecting double liquid slurries into the steel casing, forming a double liquid slurry back cover on the soil body at the bottom of the steel casing, and isolating the communication between the water body in the steel casing and the water body outside the steel casing;
d. pumping out the clear water in the steel casing;
e. drilling a grouting hole in the steel casing, grouting Kong Dachuan the double-liquid-slurry back cover, and immediately after drilling, performing hole counter pressure on the grouting hole by using a sand bag;
f. penetrating the sand bag by adopting a grouting pipe, and extending the grouting pipe into the grouting hole;
g. injecting double-liquid slurry into the grouting holes through the grouting pipe;
h. and after observing and confirming that the water and sand are completely plugged, pumping out the reinjection water in the foundation pit.
Still further, as a preferred water source, the external water source includes river water or a water source supplied from an external pipe.
Still further, a preferred steel pile casing structure is, the steel pile casing is a circular steel cylinder with diameter not less than 1500mm, the upper end of steel pile casing is equipped with the lug, the inner wall of steel pile casing is equipped with the personnel ladder.
Furthermore, in the step d, the water body in the steel casing is pumped by adopting a water pump, and in the period from the step e to the step g, the water is pumped by adopting the water pump continuously, so that the water accumulation in the steel casing is avoided.
Furthermore, in step e, a plurality of grouting holes with different depths are drilled in the steel casing by adopting a water drill, in step g, the double-liquid slurry is firstly injected into the grouting holes with the minimum depth, and then the double-liquid slurry is sequentially injected into other grouting holes according to the sequence of increasing depths.
Still further, in step g, the grouting depths of the plurality of grouting holes include 3.5m,6m,9m and 12m.
Still further, in step g, the dual slurry is a dual slurry of cement slurry and water glass solution, the volume ratio of liquid water glass stock solution to water in the water glass solution is 2:1, the baume degree of the liquid water glass stock solution is 45, the water cement ratio of the cement slurry is 0.7-1.0, and the volume ratio of the cement slurry to the water glass solution is 1:1.
still further, in step f, a preferred grouting pipe structure is that the grouting pipe comprises a pipe body, the front end of the pipe body is provided with a movable conical head, the pipe body is a double-layer sleeve pipe provided with an inner pipe and an outer pipe, the movable conical head is a movable conical head stretching out and drawing back at the front end of the pipe body, the movable conical head is propped against the front end of the pipe body when shrinking, and the movable conical head is separated from the front end of the pipe body under the action of gravity and grouting pressure.
The beneficial effects of the utility model are as follows: when the foundation pit is suddenly flushed, the foundation pit is refilled by an external water source, the safety of the foundation pit and the surrounding environment can be effectively guaranteed, a steel pile casing is adopted to provide a safe operation environment for plugging construction, a sand bag is adopted to back-pressure grouting holes, a double-layer sleeve with a movable conical head is adopted to penetrate the sand bag, the double-layer sleeve is filled with double-liquid slurry to plug a suddenly flushed water channel, the soil body at the bottom of the pit is reinforced, the foundation pit is effectively controlled to be suddenly flushed, the plugging operation is easy to construct, and the plugging effect is good.
The utility model is described in detail below with reference to the drawings and examples.
Drawings
FIG. 1 is a schematic view of a foundation pit surge condition according to the present utility model;
FIG. 2 is a schematic illustration of an external water source recharging foundation pit of the present utility model;
FIG. 3 is a schematic view of a drop down steel casing of the present utility model;
FIG. 4 is a schematic illustration of the injection of dual slurry into a steel casing of the present utility model;
FIG. 5 is a schematic illustration of the draining of clear water inside a steel casing of the present utility model;
FIG. 6 is a schematic illustration of the present utility model drilling a grouting hole;
FIG. 7 is a schematic illustration of a sandbag counter-pressure grouting orifice according to the present utility model;
FIG. 8 is a schematic illustration of the present utility model drilling four different depth grouting apertures;
FIG. 9 is a schematic view of a grouting pipe penetrating a sandbag according to the present utility model;
FIG. 10 is a schematic illustration of the injection of dual slurry into a grouting bore through a grouting pipe in accordance with the present utility model;
FIG. 11 is a schematic illustration of the completion of grouting by four grouting holes according to the present utility model;
FIG. 12 is a schematic view of the steel casing structure of the present utility model;
FIG. 13 is a schematic view of the construction of a grouting pipe according to the present utility model;
FIG. 14 is a schematic view of the construction of a grouting pipe of the present utility model, with the movable cone free falling off the front end of the pipe body;
fig. 15 is an exploded view of the construction of the grouting pipe according to the present utility model.
Detailed Description
Referring to fig. 1 to 11, a method for plugging a water flushing channel after recharging a foundation pit, the method comprises the following steps:
a. when the water and sand gushing 20 occurs on the base 11 of the foundation pit 10 and drainage and back pressure are invalid, an external water source is extracted to recharge the foundation pit, as shown in fig. 1 and 2;
b. lowering a steel pile casing 30 at the position of water and sand gushing of the foundation pit, as shown in fig. 3;
c. injecting double slurry into the steel casing, forming a double slurry back cover 31 on the soil body at the bottom of the steel casing, and isolating the communication between the water body in the steel casing and the water body outside the steel casing, as shown in fig. 4;
d. pumping out the clear water in the steel casing, as shown in fig. 5;
e. drilling a grouting hole 12 in the steel casing, sealing the bottom by the grouting Kong Dachuan with double liquid slurries, and immediately after drilling, using a sand bag 13 to back pressure the orifice of the grouting hole, as shown in fig. 6-8;
f. penetrating the sandbag 13 with a grouting pipe 40, and extending the grouting pipe into the grouting hole 12 as shown in fig. 9;
g. injecting double-liquid slurry 15 into the grouting holes through the grouting pipe, as shown in fig. 10 and 11;
h. and after observing and confirming that the water and sand are completely plugged, pumping out the reinjection water in the foundation pit.
The external water source comprises river water or an external pipeline water supply source.
As shown in fig. 12, the steel casing 30 is a circular steel casing with a diameter d not smaller than 1500mm, the upper end of the steel casing is provided with a lifting lug 31, and the inner wall of the steel casing is provided with a step 32.
In step d, the water body in the steel casing is pumped by adopting a water pump 33, and during the steps e to g, the water is pumped by adopting the water pump continuously, so that the water accumulation in the steel casing is avoided.
In step e, a plurality of grouting holes (12 a, 12b, 12c and 12d in fig. 8) with different depths are drilled in the steel casing by using a water drill 34, and in step g, the dual slurry is injected into the grouting holes with the minimum depth first, and then the dual slurry is injected into the other grouting holes sequentially in the order of increasing depth.
In step g, the grouting depths of the grouting holes comprise 3.5m,6m,9m and 12m.
In the step g, the double-liquid slurry is a double-liquid slurry of cement slurry and water glass solution, the volume ratio of liquid water glass stock solution to water in the water glass solution is 2:1, the Baume degree of the liquid water glass stock solution is 45, the water cement ratio of the cement slurry is 0.7-1.0, and the volume ratio of the cement slurry to the water glass solution is 1:1.
in step f, as shown in fig. 13 and 14, the grouting pipe includes a pipe body 40, a movable conical head 41 is disposed at the front end of the pipe body, the pipe body is a double-layer sleeve provided with an inner pipe 42 and an outer pipe 43, the movable conical head is a movable conical head stretching at the front end of the pipe body, the movable conical head is pressed against the front end of the pipe body when shrinking, and the movable conical head is separated from the front end of the pipe body under the action of gravity and grouting pressure, as shown in fig. 14.
Embodiment one:
as shown in fig. 12, a steel pile casing is used for plugging a water burst channel after a foundation pit burst recharging.
The steel pile casing 30 is a circular welded steel cylinder with the diameter d=1500mm, the upper end of the steel pile casing is provided with two symmetrical lifting lugs 31, and the inner wall of the steel pile casing is provided with a ladder 32. The height of the steel cylinder should be greater than the highest water level in the foundation pit by more than 1m, in this embodiment, the height h=6000 mm of the steel cylinder. Before use, ultrasonic flaw detection is carried out on the welding lifting lug of the steel casing so as to ensure hoisting safety.
Embodiment two:
13-15, a grouting pipe is used for plugging a water burst channel after foundation pit burst recharging.
The grouting pipe comprises a pipe body 40 and a movable conical head 41, wherein the pipe body is a double-layer sleeve provided with an inner pipe 42 and an outer pipe 43, the inner pipe is a steel pipe of DN20, the outer pipe is a steel pipe of DN40, the inner pipe and the outer pipe are coaxial, and a space capable of circulating slurry is reserved between the inner pipe and the outer pipe. The inner tube and the outer tube are welded and fixed at the upper end through a connecting rib plate 44, a plurality of fixing pins 45 are arranged between the inner tube and the outer tube, every three fixing pins are in a group and distributed around the circumference of the inner tube in an equal mode, the fixing pins 45 are welded on the inner tube, and the outer ends of the fixing pins are propped against the inner wall of the outer tube, so that the inner tube and the outer tube are kept coaxial. The front end of the inner tube is retracted into the outer tube, the tube wall at the front end of the outer tube is provided with a section of guide groove 46, the guide groove 46 penetrates through the tube walls at two sides of the outer tube, and the position of the guide groove corresponds to the retracted section S1 of the inner tube, namely, the front end of the inner tube avoids the space where the guide groove penetrates.
The movable cone 41 can move telescopically at the front end of the tube. The movable cone is provided with a cone 47, an outer guide shaft 48, an inner guide shaft 49 and a guide pin 4a, the taper of the movable cone (i.e. the taper of the cone 47) being α=60° in order to facilitate penetration of the sandbag. The outer guide shaft 48 is in sliding fit with the inner hole of the outer tube, and the inner guide shaft 49 extends into the inner hole of the inner tube and is in sliding fit with the inner hole of the inner tube. The inner guide shaft is provided with a guide pin hole 4b, and the guide pin 4a vertically passes through the inner guide shaft 49 through the guide pin hole 4b, and the guide pin 4a and the guide pin hole 4b adopt an interference fit, so that the guide pin cannot deviate from the inner guide shaft in use. Both ends of the guide pin move along the guide slot 46.
The rear part of the inner guide shaft is provided with three guide grooves 4c, and the circumferences of the three guide grooves are distributed equally.
When the movable cone 41 is pressed down against an object (e.g., a sandbag), the movable cone contracts and presses against the front end of the tube (the state shown in fig. 13), i.e., the cone 47 presses against the lower end of the outer tube 43. When the movable cone pierces and breaks away from the pressed object, the movable cone leaves the front end of the pipe body under gravity and grouting pressure (as shown in fig. 14), at this time, the cone 47 is separated from the lower end of the outer pipe 43, the front end of the outer pipe is in a conducting state, and simultaneously the inner guide shaft 49 moves downwards, and the guide groove 4c conducts the front end of the inner pipe. The tail of the inner guide shaft 49 is still in the inner hole of the inner pipe, and the inner guide shaft 49 and the guide pin 4a prevent the movable cone from falling off the pipe body.
The grouting pipe adopts a double-layer sleeve with an inner pipe and an outer pipe, the requirement of double-liquid slurry plugging can be met, the movable conical head can pierce the sand bag, the grouting pipe is enabled to enter the grouting hole, the front end of the grouting pipe can be opened by the movable conical head under the action of gravity, and the grouting pipe is convenient to operate and high in reliability.
Embodiment III:
in a subway construction project, as shown in fig. 1 to 11, the geological condition is relatively complex, the stratum is distributed in a thick layer band shape as a whole, and the stratum in the foundation pit range is sequentially mucky soil, liquefied medium coarse sand, mud medium coarse sand and coarse sand-containing silty clay from top to bottom. The foundation pit is internally provided with a pressure reducing well 14, the diameter of the pressure reducing well mouth is 273mm, and the foundation pit is also provided with a pressure-bearing water observation well outside the pit. After the excavation of the 7-8 shaft downward turning beam of the foundation pit is completed, water seepage occurs at a position close to the depressurization well wall (the distance is about 40 cm), the water seepage flows out from the grounding part in the process of excavation and grounding after the water seepage is blocked, a small amount of muddy sand is contained, and then the muddy sand is led out by a drainage tube. And then constructing a cushion layer, paving a waterproof coiled material and pouring a protective layer. The water flow at the water seepage position gradually becomes larger, a 5cm steel pipe is used for drainage to the outside of the construction section at the position with the maximum pressure beside the depressurization well, the flow is stable, then reinforcing steel bars are bound at the construction point, and the casting bottom plate is prepared to ensure the safety of the foundation pit. In the construction process of the base plate of the main body structure of the third section of the standard section, the phenomenon of water and sand gushing occurs on the base, and concrete and earthwork back pressure is immediately transferred, but the back pressure is ineffective. In order to ensure the safety of the foundation pit and surrounding buildings, the plugging method of the water flushing channel after the recharging of the foundation pit is adopted.
The method comprises the following steps:
a. as shown in fig. 1, when the water and sand gushing 20 occurs on the base 11 of the foundation pit 10, the foundation pit is refilled by extracting an external water source, and as shown in fig. 1 and 2, the refilling water level is 5m, so that the safety of the foundation pit and surrounding buildings is ensured. The external water source in this embodiment is nearby river water. Under the condition of recharging the foundation pit, the water level inside and outside the pit is monitored through an observation well outside the foundation pit and a water level marker post inside the foundation pit, the position of bubbling activity of water in the foundation pit is observed, and the water inflow position and the water inflow amount of the substrate are analyzed by combining the monitoring data of the ground surface and the building around the foundation pit, so as to judge whether the underground water inside and outside the foundation pit is communicated. Through analysis, the possibility of leakage of the joint of the ground wall is eliminated, and the water burst of the foundation pit is clear because the depressurization well is blocked, and the pressurized water upwards floods along the well wall to cause water burst and sand burst of the bottom plate of the foundation pit.
b. A steel casing 30 as described in example one was fabricated with a height of 6m, 1m above the recharge level. The gantry crane arranged on the foundation pit is used for hanging the protection barrel to the position (the surging point) of surging water and sand of the foundation pit, and the surging point and the blocked pressure reducing well 14 are covered, as shown in fig. 3.
c. Injecting double-liquid slurry into the steel pile casing, grouting the contact area of the steel pile casing and the soil body, wherein the double-liquid slurry is the double-liquid slurry of cement slurry and liquid water glass, and after the double-liquid slurry reaches the strength, isolating the communication between the water body in the steel pile casing and the water body outside the steel pile casing, and forming a double-liquid slurry back cover 31 on the soil body at the bottom of the steel pile casing, as shown in fig. 4.
d. The water pump 33 is placed in the steel protective cylinder, the water inside the steel protective cylinder is pumped out, the water pump is left at the bottom of the protective cylinder to prevent water from flowing, and the safety of operators is ensured, as shown in fig. 5.
e. As shown in fig. 6 to 8, the operator drills grouting holes 12 in the steel casing from the elevator 32, the embodiment surrounds the pressure-reducing well 14, four grouting holes (12 a, 12b, 12c and 12d in fig. 8) are drilled by using a water drill 34, grouting Kong Dachuan is conducted by using double-liquid-slurry back covers and the bottom plate of the foundation pit, the grouting holes enter the soil body at the bottom of the pit, the depths of the grouting holes are 3.5m,6m,9m and 12m respectively, and the hole counter pressure of each grouting hole is immediately generated by using a sand bag 13 after the completion of each grouting hole, so that sand burst is prevented.
f. As shown in fig. 9, the grouting pipe 40 according to the second embodiment penetrates the sand bag 13 and is inserted into the grouting hole 12. Four grouting pipes are prefabricated, and the length of each grouting pipe is suitable for grouting operation of four grouting holes with the depths of 3.5m,6m,9m and 12m. For a grouting hole with a depth of 3.5m, the length of the grouting pipe is 3.5 m+the height of the steel casing. In the pipe-down operation, the movable conical head 41 at the front end of the grouting pipe 40 is propped against the front end of the outer pipe to penetrate the sand bag 13, and after the grouting pipe passes through the sand bag, the movable conical head 41 falls under the grouting pressure and the action of gravity and is separated from the front end of the grouting pipe (as shown in fig. 14), so that the front ends of the inner pipe and the outer pipe form an open port. If the movable conical head is difficult to directly penetrate through the sand bag, a vibration pipe-discharging mode can be adopted, so that the movable conical head drives the grouting pipe to penetrate through the sand bag, enter the grouting hole 12 and extend into a set depth. Under certain geological conditions, the grouting holes can be driven into a soft water-containing stratum, the lower ends of the grouting holes are not provided with regular hole shapes, and no free falling space of the movable conical heads exists, but under the pressure action of grouting liquid, the movable conical heads can still be smoothly separated from the front ends of grouting pipes.
g. As shown in fig. 10 and 11, the double slurry 15 is injected into the grouting hole through the grouting pipe, the grouting mode is push grouting from the shallow part to the deep part of the stratum, and the water flushing channel is gradually closed from top to bottom to strengthen the stratum. Firstly, grouting is started from a 3.5m grouting pipe with the shortest grouting depth, after grouting of the 3.5m grouting pipe is finished, a water seepage channel around the wall of the pressure reduction well 14 can be sealed preliminarily, grouting of 6m grouting pipes and 9m grouting pipes is finished until grouting of the 12m grouting pipe is finished. The grouting slurry is double slurry, and the setting time is about 30s. The grouting pressure can be controlled to be 2-3 times of the water burst pressure. The double-liquid slurry is formed by mixing cement slurry and liquid water glass solution, wherein the liquid water glass solution is formed by mixing liquid water glass stock solution and water. The Baume degree of the liquid water glass stock solution is 45, and the volume ratio of the liquid water glass stock solution to water is 2:1. The cement paste has a water cement ratio of 0.7-1.0, and the volume ratio of the cement paste to the liquid water glass solution is 1:1.
h. after the grouting pipe is completely grouted, in order to ensure that the water seepage channel is completely sealed, observing whether bubbles emerge in the pit or not, and observing the water level inside and outside the foundation pit, if the water level does not rise within 24 hours, the water bursting channel in the foundation pit is sealed. After observing and confirming that the water and sand are completely blocked, pumping the recharging bright water in the foundation pit step by step.
The foundation pit water burst of the high-pressure-bearing water soft soil stratum is dangerous, and the safety of the foundation pit, the surrounding environment and personnel is related. When the substrate starts to leak out of the clear water trickle, the water is generally guided by an inserted water pipe. When the water and sand gushing phenomenon occurs, concrete and earthwork are usually transported immediately, and back pressure is carried out at the water and sand gushing position. When the earth back pressure can not prevent water sand from surging, the plugging method of the water surging channel after the foundation pit recharging is carried out, and the foundation pit is timely back pressure recharged by the principle of 'control before treatment', so that the safety of the foundation pit and surrounding structures is ensured, and the post-treatment is orderly carried out.
The pit appearance logging and foundation pit open water monitoring standard pole is arranged, the change of the water level inside and outside the foundation pit can be mastered, the deformation data of the ground surface and the building around the foundation pit are analyzed, and the water inflow, the water inflow position and whether sand inflow occurs or not are determined by combining the bubble movement condition in the foundation pit recharging water body. The water-in-water steel protection barrel and the double-liquid-slurry back cover are arranged at the water-flushing point and fixed, constructors go to the barrel bottom to operate after the water in the steel protection barrel is pumped out, the double-liquid-slurry back cover in the protection barrel is penetrated through by a water drill, and the sand bags are used for back pressure in time, so that the push-type sectional double-liquid grouting is realized.
The plugging method of the water burst channel after the foundation pit recharging has the following outstanding advantages:
(1) The materials are obtained on site, the method is economical and environment-friendly, and the operation time is short.
The materials of the steel protective barrel and the grouting pipe are convenient for taking the cement and the water glass in the grouting material on site. The gantry crane, the double-slurry grouting machine and the water drill are common equipment for engineering projects. Only a small amount of sand bags are needed to be prepared, and a grouting pipe with a movable conical head is manufactured.
(2) The operation is safe.
The portal crane is adopted for transportation, the steel protection barrel is lowered, and the operation risk of manual transportation is avoided. The technology of steel pile casing, double-slurry bottom sealing water isolation and water pump pumping in the steel pile casing is adopted, so that the safety of operation at the bottom of the protection barrel for constructors is ensured. The water pump and the configured personal ladder provide a safety guarantee and an escape passage for dangerous situations. The double-slurry reinforcement body at the bottom of the protective barrel is penetrated through the water drill guiding hole, and the sand bags prepared in advance are immediately used for back pressure after the guiding hole is completed, so that water spraying and secondary water gushing of drilling holes are prevented.
(3) The operation time is short, and the plugging effect is obvious.
The push-type multilayer double-liquid grouting process is used for gradually reinforcing the stratum from top to bottom and blocking the water burst channel. The simple and special double-layer grouting pipe design ensures the rapid reaction and solidification of cement and water glass solution in the deep part of the stratum. The double-slurry in the scheme has short solidification time, high water burst blocking speed and good blocking effect.
Through multiple practices, the method and the device are practical, efficient, safe and reliable in treatment after the foundation pit surge recharging of high-pressure water, economical and environment-friendly in site materials, and the equipment used in the site is common equipment in the project department, so that precious engineering experience is provided for plugging the leakage of the surge point after the foundation pit recharging in the future.
The utility model is not only suitable for plugging the water-surging channel after the water-surging recharging of the foundation pit caused by the blockage of the filter pipe of the pressure-bearing well, but also suitable for plugging the water-surging channel after the water-surging recharging of the foundation pit bottom plate rupture caused by the pressure-bearing water pressure drop which does not meet the requirement, and is also suitable for plugging the water-surging channel after the water-surging recharging of the foundation pit bottom caused by other reasons.
Claims (5)
1. The method for plugging the water burst channel after recharging the foundation pit is characterized in that a pressure reducing well is arranged in the foundation pit, and the method comprises the following steps:
a. when water and sand burst occur on the foundation pit near the depressurization well wall and drainage and back pressure are invalid, an external water source is extracted to recharge the foundation pit;
b. a steel pile casing is placed at the position of water and sand gushing of the foundation pit, the steel pile casing is a round steel casing with the diameter not smaller than 1500mm, and a ladder is arranged on the inner wall of the steel pile casing;
c. injecting double liquid slurries into the steel pile casing, forming a double liquid slurry back cover on the soil body at the bottom of the steel pile casing, and isolating the communication between the water body in the steel pile casing and the water body outside the steel pile casing;
d. pumping out the clear water in the steel casing;
e. drilling a plurality of grouting holes with different depths in the steel casing by using a water drill, grouting Kong Dachuan the double-liquid-slurry back cover, and immediately after drilling, performing hole counter pressure on the grouting holes by using a sand bag;
f. penetrating the sand bag by adopting a grouting pipe, and extending the grouting pipe into the grouting hole;
g. injecting double-liquid slurry into the grouting holes through the grouting pipe, wherein the grouting depth of the grouting holes comprises 3.5m,6m,9m and 12m, the double-liquid slurry is firstly injected into the grouting holes with the minimum depth, then the double-liquid slurry is sequentially injected into other grouting holes according to the sequence of increasing depth, the double-liquid slurry is the double-liquid slurry of cement slurry and water glass solution, the volume ratio of liquid water glass stock solution to water in the water glass solution is 2:1, the baume degree of the liquid water glass stock solution is 45, the water cement ratio of the cement slurry is 0.7-1.0, and the volume ratio of the cement slurry to the water glass solution is 1:1, a step of;
h. and after observing and confirming that the water and sand are completely plugged, pumping out the reinjection water in the foundation pit.
2. The method for plugging a post-recharging water channel of a foundation pit according to claim 1, wherein the external water source comprises river water or an external pipeline water supply source.
3. The method for plugging a post-recharging water inflow channel of a foundation pit according to claim 1, wherein the upper end of the steel casing is provided with a lifting lug.
4. The method for plugging a water inflow channel after recharging of a foundation pit according to claim 1, wherein in the step d, a water body in the steel casing is pumped by a water pump, and during the steps e to g, water is pumped by the water pump continuously, so that water accumulation in the steel casing is avoided.
5. The method for plugging a post-recharging water inflow channel of a foundation pit according to claim 1, wherein in the step f, the grouting pipe comprises a pipe body, a movable conical head is arranged at the front end of the pipe body, the pipe body is a double-layer sleeve provided with an inner pipe and an outer pipe, the movable conical head is a movable conical head stretching out and drawing back at the front end of the pipe body, the movable conical head is propped against the front end of the pipe body when being contracted, and the movable conical head is separated from the front end of the pipe body under the action of gravity and grouting pressure.
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